Lo, thank you for the input.
At this phase the loads will be just the dead load. Thus like you said not 100% required capacity is required. However my concern is that, concrete at 3 to 4 days, its still green and in the process of hardening. So even if the concrete has reached 100% strength, it...
Wanted to get some opinion on how long does a cast in place anchor take to fully set in concrete (foundation/pier). I have a situation where the contractors wants to go ahead and start installing steel columns asap. The concrete is only 3 days old but has reached it 75% capacity.
Having said...
Thank you dhengr and CANPRO for the explanation. I like the concept of the stiff beam and a soft support. I have to make sure that the top rails are designed adequately so that it can distribute the forces to multiple vertical members. Thank you all. I think this will get me started.
Thank you all for your input.
@jayrod12: I was thinking the same, may be distribute the load to at least 2 to 3 members.
@Ron247: The members are welded to a embed plate mounted on the side of the stairs. So it will be a fixed base.
@CANPRO: I agree with you on the 50 plf load on top of the...
Hello everyone. I am seeking for some advice and help to design a decorative ornamental railings. While reviewing the load requirement in the IBC and ASCE, I found these to the basic loading criteria:
i) A uniform load of 50 PLF
ii) A concentrated load of 200 lbs placed at the top of the...
Just curious: wouldn't only half the load get transferred to the concrete wall and half to the exterior column/wall each direction? In this case, the exterior columns or wall (if present) will need to be designed for the lateral load. Just my thoughts.
- I assume the loads shown are not factored load?
- Are the anchor bolts 3/4" Ø with 3 1/2" embedment? Does the edge distance and spacing requirements meet for the anchor bolts ? I assume this case is similar to a turn down slab?
- you mentioned concrete slab over a retaining wall above. Is...
@HotRod10: OOh now I see what you were trying to say. Now, it makes makes of how adding slots in the base plate eases the connection. The configuration of post is attached for ref.
@Mehershey: Yes, using it as a ref material only...
@HotRod10: Yes, the rails will see combined loading, sorry didn't catch that the first time. I have a HSS3x2x3/16" at 4 ft max, I ranc numbers and it seems to work for the combined loading.
"Most of the load will go directly to the rails, unless as KootK said, you lock up the base plates on the...
All thank you for your detailed comments. Appreciate the help.
@ MrHershey: Thank you for the explanation. Was able to get a better understanding of the load path.
@HotRod10: "Be sure to check the buckling capacity for those in combination with the required bending loads from the horizontal...
@ MrHershey: Thank you for a detailed response.
My analogy (which I know I am wrong but cannot justify myself why).: Why does the two end post see 1000 lbs each. why isn't the load being distributed into half (i.e 500 lbs at each end post).
On the contrary, going back to concept of statics...
All, I have a question, more related to statics I believe, but confusing the heck out of us in the office. Different people have different opinion on this so wanted to have a broader opinion of great scholars in this forum.
I have a condition where cables rail system is used as a guardrails...
I have a condition where I need to splice connection for a beam. The beam is pretty long (roughly 90 ft) and has a long wait time for delivery. So, the contractor decided to get two short beam and splice it. However, the readily available beams are of two different grades (both with same Fy = 50...
However, one more question.
Say I have a shear tab connection with 10 kips shear and 50 kips axial load. Will the weld on the plate not be subjected to tension loading? How would you consider or find the capacity of the weld in this case. Just a thought.
Thank you all for your great comments. It was really helpful.
Nutte/Josh, the tread was very helpful.
So the conclusion is that double angle welded to the column/girder/embed plate supporting axial load is not really a good idea. Reason: the weld on the OSL of the angle will be subjected to a...
Hello fellow engineers,
I am having some trouble trying to analyze the double angle bolted welded connection with both axial and shear force acting on it. Please see attached file for connection description. I was not able to find much information in the AISC manual, so hoping that you guys...
Thank you all for your response.
@ Mike: Thank You for sharing your idea. In my case I have shear force (reaction) of 100 Kips in strong direction of W beam, I have an axial force tension/compression of 25 Kips and Horizontal force of 15 kips in the weak direction of the W beam. I will not be...
Hello all,
I am seeking for some ideas for steel beam connection design. I have a condition where I have a steel beam connection into a embed plate on wall and I have three loading conditions: Shear, Axial and Horizontal Loading. I can design for shear and axial load for simultaneous loading...
